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![Variation of rating for the uniaxial compressive strength [19]](profile/Ghafor-Hamasur/publication/355351362/figure/fig1/AS:1079635748106240@1634416629121/ariation-of-rating-for-the-uniaxial-compressive-strength-19.jpg)
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![Fig. 2: Variation of rating for the uniaxial compressive strength [19]](profile/Ghafor-Hamasur/publication/355351362/figure/fig1/AS:1079635748106240@1634416629121/ariation-of-rating-for-the-uniaxial-compressive-strength-19_Q320.jpg)
Rock failures are extremely frequent along the cut slopes of the road in the mountainous terrains of the Iraqi Kurdistan region. Qalachwalan-Suraqalat road which is to the north of Sulaimani city is one of the major transportation ways between Sulaimani city and many towns and villages of Sharbazher district. Sometimes, this road (especially in win...
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Citations
... While engineering geological assessments are rarely studied, the most recent paper was published by Qader et al. (2020) on a proposed road in the Lerabire village, which is located in the northwest part of the study area. Furthermore, numerous stability assessments have been conducted by many researchers from around the world to utilize rock mass categorization (Umrao et al., 2011;Sarkar et al., 2012;Siddique et al., 2015;Sardana et al., 2019;Hamasur and Qadir, 2020) and rock fall assessment (Verma et al. 2018). ...
A Study of rock slope stability along the Shanadar-Goratu main road, which is located near Mergasur town, northeast of Erbil city, is very necessary because many many slope failures take place every year, especially in the wet season. It is the main road between Erbil city and many towns and villages in the Mergasur district. For the current research, eight (8) rock-cut slope stations have been selected for 4.5 kms along the road from Shanadar to Goratu, based on differences in discontinuity pattern, slope geometry, and failure types. Field data has been assessed by the kinematic method, through DIPS v7.0 software, and by slope mass rating classification system, through SMRTool - v205 software. Kinematic analysis from DIPS v7.0 software showed that three types of failures (planar, wedge and toppling failures) may occur, and the largest susceptible rock masses to failure are of slope stations no. 1,5 and 8. In the worst conditions, the discrete-SMR and continuous-SMR pointed out that slope stations no. 1, 5 and 7 are completely unstable (class V – very bad slopes) with a failure possibility of 90%, while slope stations no. 2, 3 and 4 are unstable (class IV – bad slope) with failure possibility of 60%. However, slope stations no. 6 and 8 are partially stable (class III – normal slope face) with failure possibility of 40%, with an exception for slope station no.6 which is unstable (class IV – bad slope face) from continuous-SMR.
... The study showed that the vertical slopes and the slopes formed due to the cracking of the road greatly affected the stability of the slope and it is possible to occur more failures in the unstable parts in the future, so some slopes need important corrective as in stations 4,8,10 and some of them to systematic monitoring as in the stations 1, 5 with a slope of dip 90̊ and the stations 3,6,9,10 and others that need to be monitored occasional, as in the stations 1 with a slope of dip 20̊ and stations 2,5,7. Where: PS is Planar sliding, WS is Wedge sliding, FT is Flexural toppling, DT is Direct toppling, F1, F2 &F3 are adjustment factors of SMR, Sta: Stable, Pa.sta: Partially stable, Unsta: Unstable, Letters: a, b, c & d are belonging to plane sliding, wedge sliding, flexural toppling and direct toppling respectively, (Hamasur and Qadir, 2020;. ...
In Iraq, the majority of rock slope instability issues along highways result in road deterioration or collapse. Among these is located along Bazian-Basara main road on the southwestern limb of the Bazian anticline fold. For the study of this problem, stations along the road within Sinjar and Pila Spi formations are selected. The study included an investigation of the slopeʾs stability and the occurrence and potential failures. The stability of the slopes was evaluated using the SMRTool-v205 software, which is used to classify the condition and degree of the slopeʾs stability. The stability analysis results demonstrate the possibility of wedge sliding and direct toppling occurrence in the stations 4,8, and 10, thus, described as unstable slopes and need important intervention. Whereas the dominant failure modes in stations 3,4,6,7,9, and 10 and stations 1 and 5 in the slope with a dip of 90̊ are direct toppling, flexure toppling, and wedge sliding, therefore, described as normal and partially stable slopes and need to systematic monitoring. As well as, direct toppling is the dominant failure mode in stations 1 with a slope of dip 20̊ and stations 2,5, and 7 which are classified as good and stable slopes but need to be monitored occasionally.
In the mountainous areas of Iraqi Kurdistan, road and highway networks play a significant role in far-away transportation and social activities. Any slope failure may lead to traffic disruption, and loss of lives. The undesigned excavations of rock slopes for construction or expanding purposes may weaken the slope stability.
In this study, eight (8) cut-rock slope stations have been chosen along Goshan–Qupy Qaradagh tourist road at Sulaimani, NE-Iraq, and these are for evaluating the stability of cut-rock slopes by various techniques. The choice of slope stations was based on variation in the discontinuities pattern, slope morphology, and type of failure. The field data were analyzed for their possible degree of stability by slope kinematic analysis, using DIPS v6.008 software, and to examine the stability condition, the Q-slope system, which is a practical way for rock slope engineering classification, was also used.
Slope kinematic analysis revealed three types of failures, i.e., Planar sliding, wedge sliding, and direct toppling failure. Planar sliding may occur in rock slopes of stations 1, 2, 4, and 8, wedge sliding in rock slopes of stations 3, 4, and 6, direct toppling in rock slope of station 7, and no failures may occur in the rock slope of station 5.
The results of Q-slope revealed that the rock slopes in stations 1, 2, 3, 4, 6, 7, and 8 are in unstable condition, whereas the rock slope in station 5 is in stable condition.
